Most of the building damages in our country are caused by earthquakes. As known, the properties of the building are determinant in the magnitude of the earthquake forces that cause these damages. Thus, selection of the structural system is crucial in the design process. In case of any irregularity in the building, load transfer will not be provided safely. In the Turkish Earthquake Code, related irregularities are analysed under two groups. Group A indicates the irregularities in the plan, and Group B represents vertical irregularities. Irregularities in the plan include A1 Torsional Irregularities; A2 Floor Discontinuities; and A3 Bulges in the Plan. In this study, A1 irregularity status in the reinforced concrete structure was analysed for different spectral acceleration coefficients. The purpose of the study is to understand the change of torsional irregularity coefficient in different spectral acceleration coefficients. As a result, in a typical building with the same geometric and stiffness properties, the torsional irregularity coefficient is not changed for different earthquake zones. Also, the importance of the location of the shear wall elements in the plan was once again emphasized.

Bu araştırma, Türkiye’de bugüne kadar yürürlüğe giren imar affı/barışı kanunlarının uygulama alanlarının tespiti, etkilerinin ve sorunların belirlenmesi amacı ile gerçekleştirilmiştir. Araştırma, kendi alanında ve uygulama bölgesinde gerçekleştirilen öncü çalışmalardan olması ve kanun yapıcılara aksaklıkların giderilmesi açısından yol gösterici nitelikte olması nedeniyle önem arz etmektedir. Araştırma karma araştırma yöntemi kullanılarak gerçekleştirilmiştir. Araştırma bulguları incelendiğinde imar affı/barışı kanununun uygulamada çok yönlü olması ile birlikte mevzuatsal nedenlere bağlı olarak uygulamalarda sorunlar yaşandığı görülmektedir. Bu bağlamda, önümüzdeki dönemlerde imar affı/barışı benzeri kanunların çıkartılması durumunda mevzuatın bütün detayları ile ele alınıp, uygulamasında yaşanılabilecek sorunların öngörülerek hazırlanmasının imar affı/barışının olumlu yönde etkilerini arttırabileceği, bununla birlikte yaşanan sorunlara gerek kamusal gerekse uygulama noktasında çözüm üretebileceği öngörülmektedir.

Concrete-filled composite elements have recently gained popularity as beams and columns all over the world. They have advantages similar to reinforced concrete elements, such as the moulding process and the lack of maintenance of the filled concrete, as well as advantages similar to hollow steel elements, such as enhancing compressive strength and bending capacity by using smaller sections. In this paper, the buckling behaviour of thin-walled steel columns with circular cross-section and different filling materials was investigated under uniaxial load. Six different materials (concrete produced using normal aggregate, concrete produced using waste aggregate, waste fine aggregate, waste coarse aggregate, waste iron dust and polyurethane) were used as filling. Filled columns were compared experimentally with hollow thin-walled steel columns that had the same height and diameter. All specimens had the same length (750 mm), same diameter (60.3mm) and the same wall thickness (3mm). Experimental results were compared with analytical results obtained from a calculation done using the national steel design code, Design, Calculation and Construction Principles of Steel Structures 2016. Additionally, columns specimens were modelled in Abaqus software. Conservative and consistent results were obtained from comparing experimental, analytical, and numerical results.

The behavior of partially carbon fiber‐reinforced polymer (CFRP)‐wrapped square columns under axial compression load has been investigated in this study. In order to understand the partially wrapped specimen behavior thoroughly, non‐wrapped and fully CFRP‐wrapped reference specimens were added to the study. At this scope, axial compression tests of a total of 14 RC columns, 12 of which were partially wrapped, were carried out. The main parameters of the study were CFRP strip width, strip spacing, and partial wrapping location. The test results show that the confinement effect generally increases as the CFRP strip width increases, the strip spacing decreases, and the CFRP strips are located between two stirrups. The key parameter for stress–strain responses of partially CFRP confined square columns is the actual confinement ratio ( f _l / f _co ). In addition, the peak stress of confined concrete and the ultimate compressive strain were predicted by different models. The predictions show good agreement with the test results.

This study discusses the experimental assessment of the in-plane mechanical behavior of a multi-leaf stone masonry wall built from cut stone and reinforced with metal connectors (cramps and dowels). Inspired by conventional multi-leaf stone walls, the wall is meant for use in modern stone masonry buildings. The wall is constructed from two parallel load-bearing walls with a cavity between them, which aims to conceal the installation and insulation needed in modern buildings. The load-bearing walls are connected with cramps and dowels at certain intervals, so the wall works as a single section against horizontal and vertical loads. To characterize the in-plane behavior of the proposed wall, compressive, triplet, and diagonal compression tests were conducted to investigate the compressive strength, shear strength, modulus of elasticity, stiffness, ductility, and energy absorption of the wall. Compared with dry and mortar joint walls, dowels increased the wall’s initial shear capacity by 11 and 19 times, respectively. Applying cramps without curving channels inside the individual stone elements decreased the compressive strength by 18%. The energy absorption of the designed walls with metal connectors was substantially increased to that of the specimens representing conventional stone walls. The results show the wall’s applicability due to its higher shear strength and minimal drop in compressive strength, which is within acceptable limits.